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LA <br />1 <br />SHUTLER CONSULTING ENGINEERS <br />Structural Engineers <br />1300 - 114th Ave SE Suite 250 <br />Bellevue, Washinggton 98004 <br />(206)450-4075 FAX(206)450-4076 <br />COMBINED FOOTING DESIGN <br />DESIGN DATA <br />Allowable Soil Pressure- 2500.0 psf <br />Short Term Factor • 1.33 <br />Selsmic Zone 3 <br />Live Load Acts With Short Term <br />f'c : Concrete • 2500 psi <br />Fy: Reinforcing 60000 psi <br />Concrete Weight 150 pcf <br />Overburden Dead Wt. 0.0 psf <br />Min. As It 0.0014 <br />Cotu n Size... M1- 7.51n /2• 7.5in <br />...Base Height R1- O.OIn 42- O.Oin <br />Reber CL to Soil Dist. • 3.50 in <br />APPLIED LOADS - <br />At Col 01: Axial Sheer Mun-nt <br />Deed - 19.00It 0.0k U.O k-ft <br />Live • 0.00 k O.n k 0.0 k-ft <br />Shrt Trm• 14.00 k 0.0 k 0.0 k-ft <br />At Col 02: Axial Shear Moment <br />Dead - 0.0k 0.0k 0.0 k-It <br />Live - 0.0 k 0.0 k 0.0 k-ft <br />Shrt Trm•-14.00 k 0.0 k 0.0 k-ft <br />DIMENSIONS - <br />Ftg Dist lef+: of Col N1- 1.00 ft <br />Distance Between Colunvs 3.00 ft <br />Ftg Dist right of Col /2 6.00 ft <br />Total Footing Length 10.00 ft <br />Footing Width • 5.00 it <br />Footing Thickness • 25.00 in <br />Date: 12/03/96 <br />- SUMMARY - <br />Servlce Allow <br />Left S.P.: Static D-L - 1645.8 psi 25DO.0 psi <br />Short D•L•S+ 2899.8 psi 3325.0 psi <br />Rirht S.P.: Static D+L - 0.0 psf 2500.0 psi <br />Short D•L-9i 0.0 psi 3325.0 psf <br />Page: S <br />ACT <br />Factored <br />9-1 • <br />2304.2 pef <br />9-2 • <br />4059.7 psf <br />9-3 • <br />2609.8 pef <br />9.1 - <br />0.0 psf <br />9-2 - <br />0.0 Psf <br />9.3 - <br />0.0 psf <br />Resultant Ecc.: Static -2.19 it Stability <br />Short Term -3.41 It Ratio 1.98 :1 <br />......Col 01...... ... Between ... ......Col 02....... <br />Ru/Phi As Ru/Phi As Ru/Phl As <br />Using Mu from ACI 9-b 1.0 psi 0.42 in'2/R.4 psi -0.42 in'2/f9.4 pcl -0.42 In'2/ft <br />ACI 9.2, 1.9 psi 0.42 In'2/TR.6 psi -0.42 in'2/TR.0 psi -0.42 in'2/ft <br />ACI 9-3� 1.3 psi 0.42 in'2/1UL2 psi -0.42 In'2/IQ.9 psi -0.42 WWI <br />AS(in-2/ft/ft of width), negative --a As W top of footing <br />MOMENT i SHEAR FORCE SUMMARY - <br />ACI 9.1 ACI 9-2 ACI 9-3 <br />Mu 2 Col" R 1 <br />0.43 <br />k-ft <br />0.91 k-ft <br />0.52 k-ft <br />Mu btwn column <br />-3.89 <br />k-ft <br />-7.31 k-ft <br />-4.26 k-ft <br />Mu 0 colum 0 2 <br />-3.92 <br />k-ft <br />-7.06 k-ft <br />-4.54 k-ft <br />One -Way Shears.... <br />Allnw.: Vn-2(f'c'.5) • <br />100.00 <br />psi <br />100.00 PSI <br />100.00 psi <br />Actual : Vu / .85... <br />Left of Colum R1 - <br />0.00 <br />psi <br />0.00 psi <br />0.00 psi <br />Between Col urns <br />0.00 <br />psi <br />0.00 Pal <br />0.00 psi <br />Right of Cot um f2 - <br />4.44 <br />psi <br />7.77 psi <br />5.00 psi <br />Two -Way Shear%.,., <br />Allow.: Vn-4(f'c'.5) • <br />200.00 <br />psi <br />200.00 Psi <br />200. 00 psi <br />Actual 2 Cot urn at • <br />8.24 <br />psi <br />14.40 psi <br />13.46 psi <br />Actual 2 Cot N2 - <br />0.77 <br />psi <br />1'.36 psi <br />9.96 psi <br />s n - 0.0 ps <br />S.P. -1645. pa <br />a •OB/�1�/FT <br />V4.4CI (c) 19113.96 ENERCALC <br />SHUTLER CONSULTING ENGINEERS, KW-06034,SL-A <br />